A-54334 NATIONAL PROGRAM FOR INSPECTION OF NON-FEDERAL DAMS i/lMILL RIVER DAM (MA 98..(U) CORPS OF ENGINEERS WALTHAMMA NEW ENGLRND DIV APR 79

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DISTRIBUTION STATEMENT

ACCESSION FORNTIS GRA&I

DTIC TAB

UNANNOUNCED EQJUSTIFICATION

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JUN 3 198E

BYDISTRIBUTIONAVAILABILITY CODESDIST AVAIL AND/OR SPECIAL

DATE ACCESSIONED

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DATE RETURNED

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DATE RECEIVED IN DTIC REGISTERED OR CERTIFIED NO.

PHOTOGRAPH THIS SHEET AND RETURN TO DTIC-DDAC

DTIC FORM 70A DOCUMENT PROCESSING SHEET PREVIOUS EDITION MAY BE USED UNTILSTOCK IS EXHAUSTED.

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(W~ TAUNTON RIVER BASIN

TAUNTON, MASSACHUSETTS

I MILL RIVER DAM0 MA 00813

PHASE I INSPECTION REPORTrNATIONAL DAM INSPECTION PROGRAM

DEPARTMENT OF THE ARMYNEW ENGLAND DIVISION, CORPS OF ENGINEERS

WALTHAM, MASS. 02154 .

APRIL 1979

* SECURITY CLASSIFICATION OF THIS PAGE (Wi.n Dat Entered)

REPORT DOCUMENTATION PAGE READ INSTRUCIONSBEFORE COMPLETING FORM

I. REPORT NUMBER 2i. GOVT ACCESSION NO. 3. RE1CIPIENT'S CATALOG NUMBER

MA 0091'3______________

4. TITLE (and Sublitie) S. TYPE OP REPORT & PERIOD COVERED

Mill River Dam INSPECTION REPORT

NATIONAL PROGRAM FOR INSPECTION OF NON-FEDERAL S. PERFORMING ONG. REPORT NUMBER

flAMS7. AUTMORge) 11. CONTRACT OR GRANT NUMBER(.)

U.S. ARMY CORPS OF ENGINEERSNEW ENGLAND DIVISION

* S. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT PROJECT. TASKAREA G WORK UNIT NUMBERS

ir

*I.CONTROLLING OFFICE NAME AND ADDRESS Pa. RPORT DATE

DEPT. OF THE ARMY, CORPS OF ENGINEERS April 1979NEW ENGLAND DIVISION, NEDED 13. MUMlER OF PAGES

424 TRAPELO ROAD, WALTHAM, MA. 02254 45 -

14. MONITORING AGENCY NAME a ADDRESSO9f difteuent Ifte CON01001f Of"@*) is. EaCURITY CLASS. (01 this 'gpe")

UNCLASSIFIEDIt&. DECk ASSIPICATION/00OWNGRADING

ACN E DULE

III. DISTRIBUTION STATEMENLT (of si Atepewe)

APPROVAL FOR PUBLIC RELEASE: DISTRIBUTION UNLIMITED

17. DISTRIBUTION STATE9MENT (.9 the 0abeepeet 61904IOR~ an5m N idifsI 10011 Aepnt)

* IS. SUPPLEMENTARY NOTES

* Cover program reads: Phase I Inspection Report, National Dam Inspection Program;however, the official title of the program is: National Program for Inspection ofNon-Federal Dams; use cover date for date of report.10-

* IS9. KEY WORDS (Ce"Nmu.em .on d ISwo a .e ideo 06"yA Ddli p by. IMesh ONAsb)

DAMS, INSPECTION, DAM SAFETY,

Taunton River BasinTaunton, MassachusettsMill River-Tributary of the Taunton River

SO. ABSTRACT (Ceeehtu. on teveose ide 01 nesseem7 mid 1~1f110 6V bigel meber)

The damn consists of a 120 ft. long spillway which was originally built in 1932.There are deficiencies which must be corrected to assure the continued per-L2formance of the damn. Generally, the dam is in poor condition. It has been I

classified as small in size with a hazard potential of high. A teat flood equalto one half the probable maximum flood. Recommendations were presented forconstructing additional spillway capacity at both Morey's Bridge and Mill Riverdams. These recommendations have not been implemented.

DD 1A7 147.2 &OPTION OF NOV 65 IS OBSOLETE

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* ~ ~ ~ ~ ~ ~ ML RIE DAM- -.- .. . .-.-

MILLTO RIVER BASI

a TAUNTPON, MASSACHUSETTS

PHASE I INSPECTION REPORTNATIONJAL DAM INSPECTION

PROGRAM

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NATIONAL DAM INSPECTIONPROGRAM I ..

PHASE I INSPECTION REPORT

BRIEF ASSESSMENT -".-- ',

,• Identification No.: MA00813

Name of Dam: Mill River

- Town: Taunton

-* County and State: Bristol County, Massachusetts

Stream: Mill River - Tributary of the Taunton River

Date of Inspection: November 30, 1978

" Mill River Dam consists of a 120-foot long spill-way which was originally built in 1832. The spillwayis constructed of a rockfill base, faced with unrein-forced concrete on the crest and downstream slope. A

n timber structure above the crest contains a wooden walk- _way and guideposts for six bays of stoplogs, 23 bays of -.

.- abandoned slide gates, and a sluice gate. After aflood in March 1968, the upper portions of the slidegates and the sluice gate were cut off, and most of theoperating mechanisms were removed. The only poten-

L tially operable gate is the sluice gate which is rusted Sand has not been used since 1970. Discharge is overthe stoplogs and over the tops of the abandoned slide

.? gates, which vary from elevation (El) 58.9 to 59.6.*.. The effective length of the spillway is 91 feet. The

outlet at the dam is a sluiceway through the spillway. and is located 30 feet from the east abutment. Flow is 1 0

through a 3-foot wide by 4-foot high opening controlledby a sluice gate. The invert is at El 49,3. The down-stream channel has vertical, dry-stone masonry side

* walls. The channel is 120 feet wide at the dam,S,. 1narrowing to 37 feet at 240 feet downstream.

There are deficiencies which must be corrected. to assure the continued performance of this dam. This

conclusion is based on the visual inspection of thesite, a review of available data, and a review of oper-ating and maintenance procedures. Generally, the damis in poor condition.

MILL RIVER DAN

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The following deficiencies were observed at the. site: 23 inoperable slide gates, deterioration of thetimber walkway over the spillway, leakage around and '. *\

between the stoplogs and the abandoned slide gates,poor condition of the operating mechanism for the ..

sluice gate, brush growth along the walls of the down-stream channel, and collapsing stonework in the wallsof the downstream channel and in the west wall upstreamof the dam.

Based on the Corps of Engineers' guidelines, thedam has been classified as "small" and in the "high"hazard category. Accordingly, a test flood equal toone-half the probable maximum flood was used for this .analysis. Hydraulic analyses indicate that the spill-way (with all gates closed and stoplogs in place) candischarge 660 cfs with the pond at El 61.1, which isthe east abutment of the spillway. A test flood out-flow of 2,460 cfs (one-half the Probable Maximum Flood(PMF)) at El 63.1 will overtop the abutments by amaximum of 2 feet. The spillway (with all gatesclosed) can discharge 27 percent of the test floodoutflow before the dam is overtopped. If all the gateswere opened and all stoplogs removed by the time thepond level reached El 59.5, the spillway could dis-charge 2,460 cfs with the pond at El 60.8, which is 0.3feet below the east abutment of the spillway. At thepresent time, the gates cannot be opened.

A report dated June 13, 1973, to the Common- '.-wealth of Massachusetts, Department of Public Works,

S Division of Waterways on Morey's Bridge and Whittenton ,(Mill River) Dams in Taunton, Massachusetts was pre-pared by Metcalf & Eddy, Inc. Recommendations werepresented for constructing additional spillway capacityat both Morey's Bridge and Whittenton (Mill River)Dams. These recommendations have not been implemented. _

. .. The spillway discharge capacity is not consideredadequate. Therefore, further hydrologic and hydraulicstudies are required to determine what alternative

.... measures are necessary to significantly increase thedischarge capabilities at the dam and reduce the over- j-topping potential. The Owner should employ the servicesof a qualified consultant to conduct these additionalhydrologic/hydraulic studies, including an evaluationof the recommendations in the report by Metcalf &Eddy, Inc.

L •MILL RIVER DAM

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restoreTheOwner should also accomplish the following: ~e the abandoned slide gates to operating condi-

tion, repair the timber walkway over the spillway,restore the gate on the sluiceway to operating condi-tion, remove brush growing on the sides of the down-stream channel, and repair stonework in the walls of ...-

the downstream channel and in the west wall upstream ofthe dam. The Owner should also implement a regularprogram of inspection and maintenance and a warningsystem for the dam.

The remedial measures outlined above and in .-.-

Section 7 should be implemented by the Owner within aperiod of one year after receipt of this Phase IInspection Report. The Owner should immediately removeall of the abandoned slide gates on the spillway andlower the pond to El 55.1. The pond should be main-tained at this level until the recommendations andremedial work have been completed. An alternative tothese recommendations would be to drain the pond and

-0

remove the entire dam.

•M*' Edward M. Greco, P.E.

Project Manager

.- A Metcalf & Eddy Inc.

Connecticut Registration' ,,:> -. No. 08365

Approved by:

'OF

tephe L. Bishop, P.E. STEP$'N_

Vice President L '"Metcalf & Eddy, Inc. BSHOP •

"'o N. 19703 4

Massachusetts RegistrationNo. 19703

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This Phase I Inspection Report on Mill River Damhas been reviewed by the undersigned Review Boardmembers. In our opinion, the reported findings, con-

* clusions, and recommendations are consistent with theS.: Recommended Guidelines for Safety Inspection of Dams,

and with good engineering Judgment and practice, and ishereby submitted for approval.

CHARLES G. TIERSCH, ChairmanChief, Foundation and MaterialsBranch

Engineering Division

FRED J. RAVENS, JR., Member .

Chief, Design Branchi ?. Engineering Division

SAUL C. COOPER, MemberChief, Water Control Branch

-Engineering Division

APPROVAL RECOMMENDED:

_* -. JOE B. FRYAR 0*. . Chief, Engineering Division

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46'

PREFACE

This report is prepared under guidance containedin Recommended Guidelines for Safety Inspection of Dams,for a Phase I Investigation. Copies of these guidelinesmay be obtained from the Office of Chief of Engineers,Washington, D.C. 20314. The purpose of a Phase I Inves-

* tigation is to identify expeditiously those dams whichmay pose hazards to human life or property. The assess-ment of the general condition of the dam is based uponavailaLle data and visual inspections. Detailed investi-gations, and analyses involving topographic mapping,subsurface investigations, testing, and detailed compu-tational evaluations are beyond the scope of a Phase Iinvestigation; however, the investigation is intended toidentify any need for such studies.

In reviewing this report, it should be realizedr that the reported condition of the dam is based on obser-

vations of field conditions at the time of inspectionalong with data available to the inspection team. Incases where the reservoir was lowered or drained priorto inspection, such action, while improving the sta-bility and safety of the dam, removes the normal load onthe structure and may obscure certain conditions whichmight otherwise be detectable if inspected under thenormal operating environment of the structure.

It is important to note that the condition of adam depends on numerous and constantly changing internaland external conditions, and is evolutionary in nature.

PIt would be incorrect to assume that the present condi-tion of the dam will continue to represent the conditionof the dam at some point in the future. Only throughcontinued care and inspection can there be any chancethat unsafe conditions be detected.

- Phase I inspections are not intended to providedetailed hydrologic and hydraulic analyses. In accor-dance with the established Guidelines, the Spillway Test -Flood is based on the estimated "Probable Maximum Flood"for the region (greatest reasonably possible storm run-off), or fractions thereof. Because of the magnitude andrarity of such a storm event, a finding that a spillwaywill not pass the test flood should not be interpretedas necessarily posing a highly inadequate condition.The test flood provides a measure of relative spillwaycapacity and serves as an aid in determining the needfor more detailed hydrologic and hydraulic studies,considering the size of the dam, its general conditions .and the downstream damage potential.

MILL RIVER DAM:

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* TABLE OF CONTE1NTS

Page

BRIEF ASSESSMENT

PREFACE

OVERVIEW PHOTO Ii

LOCATION MAP iv

REPORT

SECTION 1 -PROJECT INFORMATION1

1.1 General1r 1.2 Description of Project 1

1.3 Pertinent Data 5

SECTION 2 - ENGINEERING DATA 10-

2.1 General 10S2.2 Construction Records 10

2.3 Operating Records 102.~4 Evaluation 10

*SECTION 3 -VISUAL INSPECTION 11

L3.1 Findings 113.2 Evaluation 13

SECTION 4 -OPERATING PROCEDURES 14-

11.1 Procedures 144.2 Maintenance of Dam 1441.3 Maintenance of Operating

Facilities 144.4 Description of Any Warning

System in Effect 144.5 Evaluation 14

SECTION 5 - HYDRAULIC/HYDROLOGIC 15

5.1 Evaluation of Features 15

MILL RIVER DAM

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TABLE OF CONTENTS (Continued)

Page

SECTION 6 -STRUCTURAL STABILITY 19

6.1 Evaluation of StructuralStability 19

SECTION4 7 -ASSESSMENT, RECOMMVENDATIONS,AND REMEDIAL MEASURES 21

7.1 Dam Assessment 2107.2 Recommendations 227.3 Remedial Measures 227.4 Alternatives 23

APPENDIXES

APPENDIX A -PERIODIC INSPECTION CHECKLIST

APPENDIX B -PLANS OF DAM AND PREVIOUSINSPECTION REPORTS

APPENDIX C -PHOTOGRAPHS

APPENDIX D -HYDROLOGIC AND HYDRAULICC OMPUTAT IONS

LAPPENDIX E -INFORMAT'ION AS CONTAINED IN140

THE NATIONAL INVENTORY OF DAM4S

M4ILL RIVER DAM -

OVERVIEWNELL RIVER DAM

TAUNTON, MASSACHUSETTS

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NATIONAL DAM INSPECTIONPROGRAM t

PHASE I INSPECTION REPORT

MILL RIVER DAM " .4

KSECTION 1

PROJECT INFORMATION

1.1 General

a. Authority. Public Law 92-367, August 8, 1972,authorized the Secretary of the Army, throughthe Corps of Engineers, to initiate a nationalprogram of dam inspection throughout the '""":'

United States. The New England Divison of the .Corps of Engineers has been assigned theresponsibility of supervising the inspec-

* tion of dams within the New England Region.Metcalf & Eddy, Inc. has been retained by theNew England Division to inspect and report onselected dams in the State of Massachusetts.Contract No. DACW 33-79-C-0016, dated November28, 1978, has been assigned by the Corps of

" :Engineers for this work.

b. Purpose:

L- (1) Perform technical inspection and evalua-

tion of non-Federal dams to identify con-ditions which threaten the public safetyand thus permit correction in a timelymanner by non-Federal interests.

-- (2) Encourage and assist the States to ini-_...tiate quickly effective dam safety pro-grams for non-Federal dams.

. (3) Update, verify and complete the National

Inventory of Dams.

". 1.2 Description of Project

a. Location.' The dam is located on Mill River,a tributary of the Taunton River, in the City

L of Taunton, Bristol County, Massachusetts (see

Location Map).MILL RIVER DAI.

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* b. Description of Dam and Appurtenances. MillRiver Dam, also known as Whittendon Dam, con- Asists of a 120-foot long spillway with verti-cal, dry-stone masonry abutments (see FiguresB-l, B-2, and B-3). The base of the spillway -.

is a rockfill embankment, containing a binderof mortar or concrete. The crest and down-stream slope are covered with a thin layer of 0unreinforced concrete. The concrete crest is2 feet wide and varies from El 55.1 to 58.2.The upstream and downstream slopes both range

* from 1:1 to 2:1 (horizontal to vertical).Large, cut rock blocks are located along thedownstream toe of the dam to prevent erosion. . .

A wooden walkway over the spillway containsguideposts for 30 bays along the crest anddiagonal bracing from the walkway to thedownstream toe of the dam (see sections onFigures B-1 and B-2). The first six bays fromthe east abutment contain wooden stoplogs 1.5feet high. The remaining bays contain 23abandoned wooden slide gates and a sluice

• . gate. The upper portions of all the gateshave been cut off, so that water flows overthe tops, and they serve as stoplogs. Thetops of the stoplogs and gates are at El 59.6in Bays 1 through 9 from the east abutment,and at El 58.9 in Bays 10 through 30.All but three of the gates have had their _

- L stems and operating mechanisms removed. Twogates in the seventh and ninth bays from theeast abutment have stems but no operating

-* "-mechanisms. The sluice gate in the eighth baystill has a stem and a rack and pinion mechan-ism mounted on the overhead walkway. This

- gate controls flow into a sluiceway cut" through the spillway. The gate opening is 3

feet wide and 4 feet high with an invert at El49.3. The sides of the sluiceway are made oftimber sheeting and the floor is made ofconcrete.

There is a 36-inch intake upstream of the dam.The Owner reports that the intake supplies 0.3to 0.14 million gallons per day (mgd) totextile mills which are located near the east .. '

abutment of the dam.

MILL RIVER DA.'

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* Flow over the spillway enters a downstreamchannel with vertical, dry-stone masonry sidewalls and a natural streambed. The channel is..

* -~120 feet wide at the dam and decreases to 37feet wide at about 240 feet downstream. The*,side walls are 11 to 12 feet high near the damand 6 to 8 feet high farther downstream. Thechannel extends 365 feet downstream to Whitten-don Street. Water flows beneath the roadway -

in two 7-foot by 19.5-foot box culverts, andthen enters a natural stream channel.

c. Size Classification. Mill River Darn is clas-sified in the "small" category since it has a.maximum height of 12 feet and a maximumstorage capacity of 210 acre-feet.

d. Hazard Classification. A large complex ofSmill buildings and a parking lot are located

adjacent to and nearly level with the eastabutment of the dam. About 275 feet down-. *

stream of the dam, there are two officebuildings along the east side of the channel,and about 7 feet above the streambed. About365 feet downstream of the dam, Whittendon

- Street, a two-lane roadway, crosses over MillRiver on a 12-foot high embankment. BelowWhittendon Street, the river flows through . -.

thickly developed areas along its east bankand through a complex of factory buildings3,000 feet downstream of the dam.

Complete failure of the dam would produce awater level at about El 60 at the WhittendonStreet Bridge (see flood impact area shown onthe Location Map). Flooding of buildingsalong the east wall of the downstream channel

• could endanger more than a few lives and causean excessive amount of property damage. Thebridge embankment at Whittendon Street couldmitigate the effects of the flood wave fartherdownstream. However, some flooding of thethickly developed areas downstream of thebridge could also occur. Accordingly, the damhas been placed in the "high" hazard potentialcategory.

e. Onetrship.' The dam is owned by L&O Realty-bru, en aWhittendon Street, Taunton, Massa-chusetts 02780. Mr. David Olken, trustee,

* . ILL RIVER DAM

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(telephone 617-823-0741) gave permission toS enter the property and inspect the dam.

-. f. Operators. The Owner is the operator of thisdam.

g. Purpose of Dam. Water impounded by the dam isused in the manufacturing process and for fire - .

K protection at textile mills located near theeast abutment. Upstream of the dam, a 36-inch intake supplies 0.3 to 0.4 mgd to themills. The intake also leads to two pumpswhich can be used for fire protection at thefactories and to supplement the City supplyfor fire protection.

h. Design and Construction History. Previousinspection reports state that the dam wasoriginally constructed in 1832. A reportdated 1973 indicates that the dam was rebuilt .-.-in 1882. According to the Owner, the dam wasagain reconstructed about 40 years ago and aplan dated 1935 (see Figure B-3) shows thatsome timbers were to be replaced on the gatesand bracing. An inspection report dated 1959(see page B-5) states that at that time, thedam was in fair condition but needed to be

."examined structurally and hydraulically.

In March, 1968, a flood occurred causing a2.5-foot rise in the water level at the dam. 9-Repairs were made in 1969-1970, including

* addition of rock and a concrete slab on thedownstream face of the dam. The tops of the

- slide gates and sluice gate were cut off toS.- maintain a lower water level. Since that

time, Mill River Dam has functioned only as anungated spillway, and the pond level is 0controlled by operating gates at Morey'sBridge Dam located upstream. Discharges undernormal conditions are into Mill River fromMorey's Bridge Dam.

In July, 1970, the dam was again inspected and- -. found to be in fair condition. Gates were

leaking and severe seepage was occurring atthe downstream toe (see page B-4). The Massa-chusetts Division of Waterways was authorizedto study the feasibility of reconstructing

MILL RIVER DAM'

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both Mill River (Whittendon) and Morey'sBridge Dams. Hydraulic and stability analyses ft

were presented in a report by Metcalf & Eddy, .:Inc., dated June 13, 1973. It was recommendedthat all gates be restored and a new spillway

Sbe constructed at Mill River (Whittendon) Dam.These recommendations were never implemented.

.. i. Normal Operating Procedure. There are no oper-ating procedures at this dam. The water levelin the pond can be controlled by operatinggates at Morey's Bridge Dam located about 1mile upstream. Personnel from L&O RealtyTrust reportedly observe the water level daily .upstream of Morey's Bridge Dam and operate thegates as necessary to prevent flooding of.homes around Lake Sabbatia.

r 1.3 Pertinent Data

a. Drainage Area. The approximately 26,560-acre. 1.4 square mile) drainage area includes thedrainage areas of the Canoe River, Mulberry

Brook and Snake River. There are nine damsplus three other control points for drainagein the watershed, as indicated on the map of -the drainage area (see Figure D-l). "-.-'

The land in the watershed is gently rolling .-..-

and mostly wooded. There is light residentialand commercial development with local areas ofmoderate development, such as around Lake O

* - Sabbatia and around the pond upstream of MillRiver Dam. There is also a large area of

." swamp known as Hock Mock Swamp in Taunton anda series of cranberry bogs downstream of'Harcourt Reservoir in Easton.

b. Discharge. Normal discharge is over the topsof abandoned slide gates, a sluice gate andstoplogs mounted in 30 bays on the crest of

* . the spillway. The full length of the spillwayis 120 feet, and the combined lengths of thebays is 91 feet. The crest of the spillwayvaries from El 55.1 to 58.2, and the top ofthe gates and stoplogs varies from El 58.9 to59.6.

Water flows down a 1:1 to 2:1 slope on thedownstream face of the spillway which is

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covered with concrete. The downstream channel* 3 has a natural streambed with vertical, dry- .

stone masonry walls 6 to 11 feet high. Thechannel is 120 feet wide at the spillway and

" "narrows to 37 feet wide at about 240 feetdownstream. At about 365 feet downstream,flow passes through two 7-foot by 19.5-foot

j |box culverts beneath Whittendon Street. The.* inverts of the culverts are at El 46.0, indi-

cating the streambed slopes at a gradient of1 percent.

* - The spillway (with all gates closed and stop-logs in place) can discharge an estimated 660

*' cfs with the water surface at El 61.1 which is* . the low point on the abutment of the spillway.

The outflow test flood (one-half PMF) is 2,460cfs at El 63.1. The spillway can discharge 27percent of the Test Flood outflow before thedam is overtopped. If all gates were open andall stoplogs removed by the time the pondlevel reached El 59.5, the spillway could dis- --

"" charge 2,460 cfs with the pond at El 60.8which is 0.3 feet below the east abutment ofthe spillway. At the present time, the gates -

cannot be opened.

The maximum flood level at the dam is unknown. . -.In January 1979, the dam was not overtoppedsince the Owner removed boards from the topsof the abandoned slide gates in anticipationof heavy rainfall. A report dated 1973 states .that during the March 1968 storm, the waterlevel of the pond was at El 61.4. The dis-charge at that time is unknown, however, ifall the gates were open and the stoplogsremoved, the discharge is estimated to havebeen about 2,900 cfs.

c. Elevation (feet above Mean Sea Level (MSL)).A benchmark was established at El 61.09 on theeast abutment of the dam. This elevation wasshown on a drawing of the dam dated February,1973.

(1) Top dam: 61.1 east abutment of spillway61.8 west abutment of spillway

(2) Test flood pool: 63.1

MILL RIVER DAM

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-" .'. J. ," '- "- j .. '.° '.' '. "- '.'.' '4-'. . '.• - " - .- .. '., '. . .' . . '. .. '.. . -, . " -. .. . ,.' -. -. - '.- - " - " . -'.. " -- '.'..." ,._..:,..' ','.- "" "'..', :'

C .. ...d*-. r ----- -.-.

(3) Design surcharge (original design):: : Unknown |

(4) Full flood control pool: Not Applicable

(N/A)

(5) Recreation pool: N/A

(6) Spillway crest: 58.9 to 59.6 top ofstoplogs and gates; 55.1 to 58.2 concretecrest

(7) Upstream portal invert diversion tunnel:N/A .

(8) Streambed at centerline of dam: 49.0

(9) Maximum tailwater: 48.6 water surfacedownstream of dam

d. Reservoir

(1) Length of maximum pool: 4,100 feet

(2) Length of recreation pool: N/A

(3) Length of flood control pool: N/A

e. Storage (acre-feet)

(1) Test flood surcharge (Net): 94 at El

63.1 .

(2) Top of dam (El 61.1): 160

(3) Flood control pool: N/A

(4) Recreation pool: N/A 6

(5) Spillway crest (El 58.9): 115 (with stop- .. .logs/gates)

f. Reservoir Surface (acres)

- '(1) Top dam: 23

* Based on the assumption that the surfaoe area will notsignificantly increase with changes in reservoir eleva-tion from 58.9 to 61.1.

MILL RIVER DAM

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v.- .!-- .. . . - . , -.- . , . . . . .. . .. . ... .. . . .. .,. . . . . . .- ..- . .. . ., .-., . . -. . -. . ..... .-.. • . . .. .. ... .... .. ..

*(2) Maximum pool: 23

(3) Flood control pool: N/A

, (4) Recreation pool: N/A

(5) Spillway crest: 23

g. Dam (dam consists of a spillway)

(1) Type: Spillway made of rockfill basefaced with concrete on crest and down-stream slope

(2) Length: 120 feet

(3) Height: 12 feet to top of abutment

(4) Top width: 2 feet - concrete crest L ..

-.(5) Side slopes: 1:1 to 2:1, upstream to ..

downstream

(6) Zoning: Unknown

(7) Impervious core: Unknown

(8) Cutoff: Unknown

(9) Grout curtain: Unknown

i. Spillway S

(1) Type: 30 bays of stoplogs and gatesmounted on rockfill and concrete base.

(2) Length of weir (effective length): 91 feet

(3) Crest elevation: 58.9 to 59.6 top of stop-logs/gates; 55.1 to 58.2 concrete crest

(4) Gates: 23, one may be operable

(5) Upstream channel: Vertical, dry-stone

masonry training walls about 12 feet high

*Based on the assumption that the surface area will not

significantly increase with changes in reservoir eleva-tion from 58.9 to 61.1.

MILL RIVER DAM

8

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I 0

(6) Downstream channel: Vertical, dry-stonemasonry side walls 6 to 11 feet high. _Width of channel narrows from 120 feet atdam to about 37 feet at 240 feetdownstream.

(7) General: Whittendon Street Bridge -.

crosses the discharge channel 365 feet .downstream of the dam. Flow is throughtwo 7-foot by 19.5-foot box culvertopenings with inverts at El 46.0. Top ofthe street embankment is at about El58.4.

J. Regulating Outlets. The regulating outlet isa 3-foot wide sluiceway through the spillway,located in the eighth bay from the eastabutment. The invert of the sluiceway is at -

wig El 49.3. Flow is through a 3-foot by 4-foot -"

opening controlled by a wooden sluice gate. A .--

rack and pinion mechanism is mounted to thewooden framework over the spillway. Thetimbers are deteriorating, the mechanism isrusted, and the gate has not been operated -. --.

, since about 1970.

K. . " ° °

I . 5

MILL RIVER DAM

9

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U SECTION 2 9ENGINEERING DATA

2.1 General. A drawing dated September 1935 is avail-able from the Bristol County Commissioners Office. -.

and shows proposed repair of timbers on the damS(see Figure B-3). A report on hydraulic and

stability analyses conducted for Mill River(Whittendon) Dam was prepared by Metcalf & Eddy,Inc. The report is dated June 1973 and copies areavailable from the Owner and from Metcalf & Eddy,Inc. No other plans, specifications, or compu-tations are available from the Owner, State, or 6County agencies relative to the design, construc-tion, or repair of this dam.

We acknowledge the assistance and cooperation ofpersonnel from the Massachusetts Division of Water---ways, the Massachusetts Department of Public .*

Works, and Mr. David Olken of L&O Realty Trust.

*2.2 Construction Records. The only constructionrecords are the data referred to in Section 2.1.There are no as-built drawings for the dam.

2.3 Operating Records. No operating records areavailable, and there is no daily record kept ofthe elevation of the pool or amount of rainfall at

.the dam.

2.G4 EvaluationA" :'

a. Availability. There is limited engineering* data available.

b. Adequacy. The lack of detailed structural andconstruction data did not allow for adefinitive review. Therefore, the evaluation

Sanof the adequacy of this dam is based on reviewof available reports and drawings, visualinspection, past performance history, andengineering judgment.

c. Validity. Comparison of the availabledrawings with the field survey conductedduring the Phase I inspection indicates that

rathe available information is valid.

MILL RIVE1R DAM

10%7

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.7-r

ways th Masachsets Deartentof Pbli |z

r.6.

SECTION 3

VISUAL INSPECTION

3.1 Findings

a. General. The Phase I Inspection of the dam on SMill River was performed on November 30, 1978.A copy of the inspection checklist is inAppendix A. Previous inspections were con-ducted for the Bristol County Commissioners inAugust 1959 and July 1970. Copies of thesereports are included in Appendix B. A report •on the hydraulic and structural character-istics of the dam was prepared by Metcalf &Eddy, Inc. in 1973.

r b. Dam. The dam consists of a spillway withvertical, dry-stone masonry abutments. The Sspillway is constructed of a rockfill basecovered with unreinforced concrete on thecrest and downstream slope. A timber walkwayabove the crest contains guideposts for 23bays of abandoned slide gates, one bay con-taining a sluice gate and six bays ofstoplogs.

* - The dam is in poor condition. Seepage at thetoe could not be determined due to waterflowing over the crest of the spillway. The

L most obvious deficiencies at the site are thedeterioration of the timber walkway over thespillway and the inoperable condition of the

. 23 abandoned slide gates. The timbers in the-. walkway are rotting, and at least one timber

is missing. The walkway, which providesaccess to the stoplogs, slide gates, and . -

sluice gate, is only marginally safe to walkon. Due to the deterioration of the timber,some leakage was observed around the guide-posts of some bays. Leakage is also occurring

- between some stoplogs and between the boardsof some slide gates. There are no hooks, eye 1-.

bolts, or other means of removing the stoplogsor boards of the slide gates. The concrete onthe crest and downstream slope of the spillwayis pitted and eroded. Also, stonework ismissing from a section of the west trainingwall upstream of the dam.

11-MILL RIVER DAM

S. *.--,.- . -

c. Appurtenant Structures. A sluiceway locatedin the eighth bay from the east abutmentserves as the outlet for the dam. Flow is

through a 3-foot by 4-foot opening controlledby a wooden sluice gate. A rack and pinion . i

mechanism is attached to the gate and mountedon the overhead walkway. The operating mech-anism is rusty and the timbers where the mech-anism is mounted are rotting. The slide gatehas not been used for at least eight years,and may not be operable. Leakage is occurringfrom the guideposts on the sides of the slidegate.

d. Reservoir Area. The area around the impound-

ment of the dam is moderately developed withabout 20 residences. There is also a complexof factories at the east abutment of the dam.It is possible that some future development

r could occur. The land is wooded or grassed,with slopes varying from 3 to 30 percent.

e. Downstream Channel. Discharge from the spill-way enters a downstream channel which extends

-. for about 365 feet to Whittendon Street. TheA channel has vertical dry-stone masonry side

walls and a natural streambed. The width ofthe channel decreases from about 120 feet atthe dam to 37 feet at about 240 feet downstream.Beneath Whittendon Street, the river flows - -

through two 7-foot by 19.5-foot box culverts.Downstream, the river flows in a natural stream-bed.

Brush is growing along both sides of the down-stream channel. Some brush is rooted into thetops of the side walls, and a few trees areoverhanging the west side of the channel.Brush is also growing from the base of bothside walls and partially out into the floor ofthe channel. "

Stonework is missing from both side walls of thechannel, and some sections of the west wall havepartially collapsed. One section, about 60feet downstream of the dam on the west wall,has completely collapsed.

There is no significant amount of debris in thefloor of the downstream channel.

MILL RIVER DAM

12

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* . , , . . . ,. % -,,.- r,,. ,...o , -..--_ , - -

F S

*3.2 Evaluation. The above findings indicate that thedam is in poor condition and that there are several 5deficiencies which require attention. It is evi-dent that the dam is not maintained. Recommendedmeasures to improve these conditions are stated inSection 7.3.

0 0

MILL .DA'"

I13

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I

• _" . -

- * . ... * ~ ~ 4* ... . ... .°

3 SECTION 4

OPERATING PROCEDURES

4.1 Procedures. There are no operating procedures at

this dam. The sluice gate has not been operatedfor at least eight years, and there is no means

Sfor removing the stoplogs or for operating theabandoned slide gates. The water level in thepond can only be controlled by operating gates atMorey's Bridge Dam, located about 1 mile upstream. ....-

4.2 Maintenance of Dam. The dam is not maintained. -* - The timber walkway over the spillway has deterior-

ated such that it is unsafe to walk on, and leak-age is occurring around the guideposts. Leakage

- . is also occurring between the stoplogs and betweenboards of the abandoned slide gates. Stonework is 'also collapsing from the west training wallupstream of the dam.

4.3 Maintenance of Operating Facilities. The sluicegate which controls the only outlet for the dam isin poor condition and may not be operable. The ..

stone side walls of the downstream channel are 7overgrown with brush. Some stones are missingfro the walls, and sections of the west side wallare collapsing.

4.4 Descrietion of Any Warning System in Effect.There Is no warning system in effect at this dam. L~However, the offices of the Owner, L&O RealtyTrust, are located in the mill complex near theright abutment of the dam.

4.5 Evaluation. There is no regular program of inspec-tions or maintenance or any warning system ineffect at Mill River Dam. This is extremelyundesirable considering the dam is in the "high"hazard category. A program of inspection and main--tenance and a surveillance system for this damshould be implemented as recommended in Section7.3.

MILL RIVER DAM

14

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" :" >." .": "" -. : - . ... - .. ".. .. ... . " I !:: r

SECTION 5

HYDRAULIC/HYDROLOGIC

5.1 Evaluation of Features

a. General. Mill River Dam is a run-of-river type p .structure with a total drainage area of 41.4square miles. The drainage area is mostlyrural with localized moderate development.There are 12 control structures, mostly dams,located upstream on three main tributaries(see Figure D-l). Mill River Dam is a 120-foot 1 .long, ungated spillway and the pond level iscontrolled by operation of a gated outletlocated about 1 mile upstream at Morey's BridgeDam.

The maximum storage in Mill River Pond is cal- .. Oculated to be 160 acre-feet. At the time ofthe inspection, the pond was at El 59.4 and .:water was discharging through the western 21bays on the spillway.

a In March, 1968, a flood occurred, causing MillRiver Pond to rise to El 61.4. Upstream at

SMorey's Bridge Dam, the water level in LakeSabbatia rose to El 6.5.6, causing flooding ofhomes and roads around the lake, and piping ofa portion of the embankment. A subsequent

j study of the hydraulics and stability of both ..,' . dams concluded that the discharge capacity at

Morey's Bridge Dam needed to be increased.As a result, a spillway would also be neededto increase the discharge capacity at MillRiver (Whittendon) Dam. An important hydraulic -'-

factor is the low head differential (about 2 p Sfeet) between the two dams. The Owner has not

" implemented any of the recommendations in thereport. Instead, the slide gates at Mill River

'- Dam were abandoned, their operating mechanismsremoved, and the tops cut off. In its presentcondition, Mill River Dam is used as an over-

- .. flow weir, with the water level controlledupstream.

b. Design Data. There are no hydraulic/hydrologiccomputations available for the design of the

MILL RIVER DAM

15,.. " 15 *.,*.*.-.. ...........

, ~~~~~~...-.-..- .......... .. .. - .. . -. ... .. .- > .......................... . ........... ......................-......"~..'.... ...- ,<...'..........-...._--....... ........ ,,..,.-,:"--.--..... .. ,.'-. :

-.. . . . . . . . . .. . . . . . . . . . -..--.. 4 ' •: -L

spillway at Mill River Dam. Hydraulic anal-yses in the 1973 study, based on the Kinnison-Colby rare flood, used a peak flood inflow of

1,800 cfs at Mill River Dam. With all theslide gates open, the stoplogs removed, andthe sluice gate half open, this flood produceda pond level at El 59.9.. p

c. Experience Data. A previous inspection report(see page B-5) states that during the 1955flood, 1 foot of water was in the cellar ofWhittendon Manufacturing Co., located near the " --

east abutment of the dam. It also states thatin June, 1967, there was "no pond" and the dam ISwas "lowered". The engineering report dated1973 states that the maximum pond level was at -

El 61.4 during the March 1968 storm.

d. Visual Observations. Water discharges overstoplogs, abandoned slide gates and the sluice .gate located in 30 bays on the crest of the &

" spillway. The effective length of the weir is91 feet, with 21 bays at El 58.9 and nine bays -.at El 59.6. Water flows over the downstreamface of the dam, which slopes at 1:1 to 2:1

S and is covered with concrete. Large blocks ofrock located at the toe prevent erosion. The

K" channel below the spillway extends 365 feet. downstream to Whittendon Street. The channel

is 120 feet wide at the spillway and decreases . -

to about 37 feet wide at 240 feet downstream.. The vertical side walls are 6 to 11 feet high, S- and the floor slopes at about 1 percent.

About 365 feet downstream, water flows beneath -. 'Whittendon Street in two 7-foot by 19.5-footbox culverts with inverts at El 46.0. BelowWhittendon Street, water flows in a naturalstream bed.

Timbers are deteriorating in the walkway andin the guideposts forming bays on the crest of

• -the spillway. This structure could collapse-' during a heavy storm. The walkway provides

access to the only outlet at the dam, which is I_a sluice gate. The operating mechanism on thesluice gate is in poor condition and may notbe operable. A more detailed discussion ofthe condition of the dam and appurtenances ispresented in Section 3, Visual Inspection.

MILL RIVER DAM ".::':' '" --- '---:

16. ..-,."*1 - " ", ....*. % ..

* * *.* *. . . . . . ,

• . . • : .'. : '.% " ,. . -,, -. ,-. .. ' ,% .. ', ,..% , ,. - *. . -* ., - -. -, ". .. . . . . . . . ' 4- ,' 'A 2

"3S

e. Test Flood Analysis. Based on the Corps ofEngineers' guidelines, Mill River Dam has beenplaced in the "small" size category and the

-' "high" hazard category. Accordingly, a testflood equal to one-half the probable maximumflood (PMF) was used for this analysis. -'

The test flood inflow for Mill River Dam was _estimated to be equal to the test flood out-flow from Morey's Bridge Dam. This is due tothe delayed effect of the flood from Morey'sBridge Dam, the relatively small drainage areabetween the dams, and the minor storage avail-able behind Mill River Dam. Because of the I .5flat, swampy character of the watershed, the

r PMF rate for Morey's Bridge Dam was determinedto be 250 cfs per square mile. This calcula-tion is based on the average slope of thedrainage area of 0.3 percent, the pond-plus- - -r swamp area to drainage area ratio of 17 1 .percent, and the U.S. Army Corps of Engineers'

* guide curves for Maximum Probable Flood PeakRates (dated December, 1977). Applying one-half the PMF to the 41.2 square miles ofdrainage area upstream of Morey's Bridge Dam,results in a calculated peak flood flow ofa "5,150 cfs as the test flood inflow. Byadjusting the test flood inflow for surchargestorage, the maximum discharge rate wasestablished as 2,460 cfs (60 cfs per squaremile) with a water surface at El 69.1. The

m test flood inflow of 2,460 cfs for Mill RiverDam is estimated to be equal to the test floodoutflow because of negligible storage behindthat dam. The test flood outflow of 2,460 cfs(59 cfs per square nile) will result in a pondlevel at El 63.1.

Hydraulic analyses indicate that the spillway(with all gates closed and stoplogs in place) -can discharge a maximum of 660 cfs with thepond at El 61.1, which is the low point on theeast abutment of the dam. This discharge is27 percent of the test flood outflow. Dis-charge over the abutments is estimated to be320 cfs with a maximum head of 2.0 feet. Thedepth at critical flow would be 1.3 feet with .-a velocity of 6.1 feet per second. The low

* level outlet can discharge 148 cfs with the.1 pond at El 58.9 (top of slide gates). The low _ .

MILL RIVER DAM

17

% .'-.....-......'.', . - . -".< - -'.-. ..- . . ....- '.'...-..-..- ....... . .......-.. ..............

level outlet can lower the pond by 1 foot,3 starting from the top of the slide gates, in L... .

about two hours.

If all the gates were opened and the stoplogsremoved by the time the pond reached El 59.5,the spillway could discharge 2,640 cfs at El

K, 60.8 which is 0.3 feet below the east abutment , 0

of the spillway. At the present time, thegates cannot be opened. ....-

, -. f. Dam Failure Analysis. The peak discharge ratedue to failure was calculated to be 4,460 cfsfor a 48-foot long section of the spillway. . OFailure would raise the depth of water at the

. Whittendon Street Bridge to 14 feet (El 60.0).This would produce flooding of buildingsadjacent to the east wall of the downstreamchannel, and a 1.6-foot high flow over Whitten-r don Street (see flood impact area shown on V -Location Map). The bridge embankment wouldlimit the effect of the flood wave farther

S, downstream, although flow through the two7-foot by 19.5- foot culverts would producesome downstream flooding of thickly developed

a areas. For this reason, the dam has beenplaced in the "high" hazard category.

I~~ 5. ..-

MILL RIVER DAM

18

-' ..-.. . . . . . . . . .. .-. '. . -. . -- ... -- .-... - .. .

SECTION 6 L .

STRUCTURAL STABILITY

6.1 Evaluation of Structural Stability

a'- a. Visual Observations. The evaluation of thestructural stability of Mill River Dam isbased on a review of the report dated 1973 onreconstruction of Mill River (Whittendon) Dam,a review of previous inspection reports, andthe visual inspection conducted on November30, 1978.

As discussed in Section 3, Visual Inspection,the dam is in poor condition. The presence ofseepage could not be clearly determined, how-ever, a previous inspection report dated 1970states that several severe leaks were observed * .at the toe of the dam (see page B-3 inAppendix B). Deterioration of the timberwalkway over the spillway is making the access . -walkway unsafe, causing leaking around thestoplogs and slide gates, and is contributing . -

to the poor condition of the sluice gate.

b. Design and Construction Data. The dam wasoriginally constructed in 1B32, reconstructedin 1882, and reconstructed or repaired againabout 1935. The only available data on con-struction of the dam are presented on adrawing dated 1935 (Figure B-3) and in thereport dated 1973, mentioned above. Thereport includes logs of two borings taken ateach abutment of the dam and presentshydraulic and structural analyses of the

W.V structure. No other plans, specifications, orcomputations are available from the Owner,State, or County offices relative to thedesign and construction of this dam.

Boring logs taken at the site show that the -dam is founded on decomposed shale overlyingmetamorphosed sandstone and shale. A stabil-ity analysis discussed in the 1973 reportconcluded that the flood stage in Mill Pondshould be maintained below El 60.5 to insurestability of the dam against sliding.LS

MILL RIVER DAM

19

r 0 ..... 0.. .0..... 0- , .. .. .

.'-........ ..-.. ...................°oo %•,%:% . .-. . • ... °.. .*. . -. i. *.~ .- r.. .- *:.- .°o -. - .- ° ... -.-* ..:-. -o .- - . - . -- ... .. . .

.7i'

c. Operating Records. There is no instruenta-tion of any type in the embankment at Mill L I_River Dam, and no instrumentation was everinstalled at this site. The performance ofthe embankment under prior loading can only be

S.inferred by physical evidence at the site. Aprevious inspection report (see page B-4 inAppendix B) notes that in July, 1967, the damwas "lowered" and the pond was drained.

d. Post-Construction Changes. The Owner reportsthat the dam was "reconstructed" about 40years ago, however, this was before L&ORealty's ownership. There is a drawing dated t...1935 (Figure B-3) indicating proposed replace-ment of some timbers.

Post-construction changes were performed byr the Owner in 1969-1970, after a flood in 1968.

These included removal of the operating mech-anisms from most of the slide gates, removalof the upper portions of the slide gates andsluice gate to allow discharge over the tops,and placing of unreinforced concrete on thecrest and downstream slope of the rockfillbase.

There are no as-built drawings available for* ".* the dam and no other records of post-

construction changes.

e. Seismic Stability. The dam is located in _. Seismic Zone No. 2, and in accordance with

Phase I "Recommended Guidelines" does not* - warrant seismic analysis at this time.

200

. " . -. .. . . .

.. ..-.. . . .

. . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . .

* -. .-. ** .'.'.'-'-.- - . . -1-K

SECTION 7

ASSESSMENT, RECOMMENDATIONS,AND REMEDIAL MEASURES

• ~.. ....

7.1 Dam Assessment

, a. Condition. Based upon a review of availablereports and drawings, the visual inspection of -.-

the site, and limited operational or mainten-"'' ance information, there are deficiencies which

must be corrected to assure the continued per-formance of this dam. Generally, the dam isconsidered to be in poor condition. However,several signs of distress were observed at thesite: 23 inoperable slide gates, deteriora-tion of timbers in the walkway on the crest of

r the spillway, leakage around and between stop-logs and gates on the crest of the spillway,poor condition of the operating mechanism forthe sluice gate, overgrowth of brush on bothwalls of the downstream channel, andcollapsing stonework on walls of the down-stream channel and on the west training wallupstream of the dam.

Hydraulic analyses indicate that the spillway(with all gates closed and stoplogs in place)can discharge an estimated flow of 660 cfswith the pond at El 61.1, which is the lowpoint on the abutment of the spillway. An

. . outflow test flood (one-half PMF) of 2,460 cfsresults in a pond at El 63.1 and will overtop -

the dam by 2.0 feet. The spillway can dis-charge 27 percent of the test flood before thedam is overtopped. If all the gates were

_ opened and all stoplogs removed by the timethe pond level reached El 59.5, the spillway

" could discharge 2,460 cfs with the pond at El60.8, which is 0.3 feet below the eastabutment of the spillway. At the present

. time, the gates cannot be opened.

b. Adequacy. The lack of detailed design and con--, struction data did not allow for a definitive

review. .However, a detailed hydraulic reportby Metcalf & Eddy, Inc. dated June 13, 1973,was available. Therefore, the evaluation ofthe adequacy of this dam is based on a review

MILL RIVER DAM"

21

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-. .-...?. ..... ....

¥ .. . '..2.-". .-.- ...-. . . . ... . . ... _o -. . . . - -.. . .. . - " " . "-" "-- . .- . ... J -

-" ' .-'- " .--.-' -,.-:-.--.-:: -.-.'% % .- -.-Y - L-.L- .'-'[- -.'[.'., --[-' .[-.-i - . .':-. . .''...'-.'.-... .. '."-.....-.-...- .... .-. ." ..-.. .-.. "... .. ".....

S. . . . .

of the June 13, 1973 report, visual inspec-tion, past performance and engineering .judgment.

. c. Urgency. The recommendations and remedialmeasures outlined below should be implementedby the Owner within one year after receipt ofthis Phase I Inspection Report. P •

d. Need for Additional Investigation. Additional* investigations to further assess the adequacy. of the dam are outlined below in Section 7.2,

Recommendations.

" 7.2 Recommendations. The spillway discharge capacity isnot considered adequate. Therefore, further hydrologic -and hydraulic studies are required to determine what

-. alternative measures are necessary to significantly -

increase the discharge capabilities at the dam andreduce the overtopping potential. In view of the I.concerns over the continued performance of the dam,

'. it is recommended that the Owner employ a qualified". consultant to conduct these additional hydraulic/

hydrologic studies, including an evaluation ofthe recommendations outlined in the report byMetcalf & Eddy, Inc. dated June 13, 1973.

• "Recommendations on repairs and maintenance proced-'' ures are outlined below under Section 7.3, Remedial

Measures.

7.3 Remedial Measures _

a. Operating and Maintenance Procedures. The dam- ,and appurtenant structures are not maintained.

It is recommended that the Owner accomplish thefollowing:

(1) immediately remove all of the abandonedslide gates from the spillway and lower

the pond to El 55-1. The pond should bemaintained at this level until the recom-mendations and following remedial measuresare implemented. -at:g.cndiion.Atthepreenttim- oly.

(2) restore the abandoned slide gates to oper-ating condition. At the present time, only .-.... "

two of the slide gates have stems, andnone have operating mechanisms.

MILL RIVER DAM

22 " ' - '

.. .. ....... "--.*--..T"..r.. ..... . ". o .--..- " .... -..... . .*.. * ... ... . ..

.... ,o .%.... ."°..... .•...... ..... , .,,.... .*. ,, °. , . " j.. ° * .*.s . . * * . .', *. . , . . . •

()restore deteriorating timbers in the walk-p way structure ier the spillway,

(4) restore the sluice gate to operating. . .

condition,

[- .

*(5) remove brush and small trees growing onboth sides of the downstream channel,

(6) repair stonework on both walls of the down-stream channel and on the west wallupstream of the dam,

(7) implement a systematic program of mainten-ance inspections. As a minimum, theinspection program should consist of amonthly inspection of the dam and appur-tenances, supplemented by additionalinspections during and after severestorms. All repairs and maintenanceshould be undertaken in accordance withall applicable State regulations.

* (8)periodic technical inspections of this damshould be continued on an annual basis,

(9) institute a definite plan for surveillanceand a warning system during periods ofunusually heavy rains and/or runoff.

7.4 Alternatives. An alternative to implementing therecommendations and remedial measures listed abovewould be to drain the pond and remove the entire dam.

MILL RIVER DAM

23

. . all aplialeSt reul..n..........

...-. .- - " ..'.'.-

APPENDIX A

PERIODIC INSPECTION -

77 0

0 0

r -

PERIODIC INSPECTION

PARTY ORGANIZATION

B PROJECT MIL ~DATE~ JV

TIME 1'?...f

WEATHER c.$%j r~tA.j

W.S. ELEV. ~q4us44:

PARTY: 0 5VYdbnhnr ~El (0,l.oq on ens{ abuhTr* lf. damn

1. \. V~LI&L6.

C. 7.__ _ _.

3 ~~i. LL~i 8. it_ _ __ _ _ _ __ _ _

Okk. C -k~c kb 9. _ _ _ _ _ _ _ _ _ _ _ _ _

5. COLC 10. _ _ _ _ _ _ _ _ _ _ _ _

PROJECT FEATURE INSPECTED BY REM~ARKS

2._

4 .

pa:-r.

PERIODIC INSPECTION CHECK LIST

PROJECT VA,\XL x v TL: Da DATE b.'.% j b 1c '6

PROJECT FEATURE S.NAME .Vke

DISCIPLINE Gwf4echniaal NAME____________

AREA EVALUATED CONDITION

hOUTLET WORKS -SPILLWAY WEIR,

APPROACH AND DISCHARGE CHANNELS

a. Approach Channel

General Condition 1\ L's% rt~ CV,,n-e-L

Loose Rock Overhanging P

- Channel

Trees Overhanging Channel ~ e .r 'Z.\ ~ea'L

Floor of Approach Channel

t.Weir and Training Walls

* ~~General Condition of d 1 ~O~~AoU.Concrete e ie'.%

Rust or Staining L

K *Spalling tc

-:Any Visible ReinforcingmL

Any Seepage or Efflorescence

Drain Holes

C . Discharge Channel

(General Condition

* Loose Rock Overhanc7ing fChannel

Trees Overhanging Channel /\4 Teti76 \-pT to i~4L

7-'loor of Channel Lte v~ MA

* Otrer -Obstructious ~ AAL't! C~qa'iuiV.

L rt a YL 0~ 4- 0 %0 C It ^ 0T S' 00 0- ~ NV( i 0

. . .. . . . ' . - . . . . . . . .

- . - -- C - --- .7 7 7 , W47.r

PERIODIC INSPECTION CHECK LISTa

PROJECT V%, L v- ar DATE iiA~j 'Ij %1-

PROJECT FEATURE \I. ~A~jA NAME Oe) ~

DISCIPLINE (io4eeh.nte-aQ N AME_____________

AREA EVALUATED CONDITION .

- OUTLET WORKS - SERVICE BRIDGE

a. Super Structure Af\b i'k vL-.1 aocL

Bearings

- Anchor Bolts

Bridge Seat

Longitudinal Members

1' Under Side of Deck ~

Secondary Bracing

Deck

j Drainage System ,

Railings

* . Expansion Joints

IL Paint

b. Abutment and Piers

. General Condition of Concrete ~ - ~\J~ 1 ti ((. %L \40 L

Alignment of Abutment

Approach to Bridge O1f4L

Condition of Seat andBackwall

pageA-or-4.

PERIODIC INSPECTION CHECK LIST

PROJECT N"ALL. DATE- ko1 41

PROJECT FEATURE_______________ NAME R eeDISCIPLINE GOe.hnAQNAME_____________

AREA EVALUATED CONDITION

OUTLET WORKS - OUTLET STRUCTUREAND OUTLET CHANNEL ~K

Cieneral Condition of Concrete p V- t

Rust or Stainin& ' ~

.)palling V\0t V\

-Erosion or Cavitation f eAsjtaA ok C0-,_\tj

VisibleReinforcing _________%________

Any Seepage or Efflorescence '-- .

Condition at Joints

Drain Holes Y%-

I T~hannel_______________ __ S

Loose Rock or Trees Over-* . hanging Channel

Condition of Discharge ~~V'LChannel pt__ \_ 41__504__ \G__ N s.___________

1. .

0~~~~~~ ~. 0 _0 0

APPENDIX B

PLAN OF DAMS AND PREVIOUS gp INSPECTION REPORTS

Page

Figure B-1. Plan of Dam from Field Survey,November, 1978 B-1

Figure B-2. Dam Profile, November, 1978 B-2

- Figure B-3, Drawing of Repairs to Dam,September, 1935 B-3

Inspection Report for Bristol CountyCommissioners, July, 1970 B-14 .

Inspection Report for Bristol CountyCommissioners, August, 1959 B-5

I S

MILL RIVER DAM

,11

077

ofotN1

-4~ AJ'"

j 4 M)L

- .4.. -..-.--.- . - .. -............ -. -. - .R0AOOUCEO ATGOVENU~WTEXPEmSI *

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-4" 1 9 ~

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(~. 'if Iii tF I

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FAI19AM oaAWDA

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~ f ~~?D/AJf0e

BRISTOL' COUNTY, MASS. JDAM PNO-21

INSPECTION REPORT FOR DAMSTONID2PREPARED FOR THE BRISTOL COJNTY COMMISSIONERSBY UNIVERSAL ENGINEERING CORP., BOSTON, MASS.

5 INSPECMONDATE REMARKS 8 RECOMMENDATIONS ____

73-73 helvlftepodbhind the dam is high and there is amoderate flow over the crest. There are presently.. no s;top

logs in plase. and all 30 slilce gatces lreak. Two of the

three flood gates appear to be sealf-d off with.concrete andthere is severe leaking through. arour-d and under the fneremnng gate. The timber on all three fl1-od gates is rcotteadand they are unoperative. There is consider-able underr:nin;as e-iidec~ced by the se',er-il severe leaks at the t, e off the dim.The 'jenaru .zcndilion cf tho dam, is poor. Tne Elui.;ei~k -.

located east an~d Upstream -if the dam has hrn abtni nand the inlet charnel has been filled in. In order teo beCf 'onive as a flocri co'flrM darrn, the stn;_:tur,-! requIrcex; pl~recornstru.-tian. i ,_lulinj Oic cofctru: tio:, of an aedeq.; tcslui-e and gate syitm 1,3r ilood4 Vows, an-J shouli be properl-/opuicatcj t~irou,, I, the sliiceway.-

A0

Su ppohAn 1 or.,mri t-p.,rf ond d..ta by Ncyd, * Ho,.;n7 L% (P 3nr 1-.-.

B-4 GL IF~ A

BRISTOL6-3 -Z93-

BRITOL COUNJTY, MASS. w:__jutn

/ ISPECTION REPORT et DATA FOR _____tma:MllKiv

PLAM YOR TIM DWXSOL COT=~ COMISSIONEIRS ond. __

By! )UCAthZZAUX &OM ZrJcil.DM, flic., POSToA, V!ASs. T -ssb- -47-vnr I- SiP#.£U -a fe

i s~d~a . - iken 'ICO. i~0 3 -0~l.

trmotion of D":! -!1 ;.QO.D, ~1nns rnt~l tr etu.1_______cation & Acceso: Y~itnL t . __________i lw.ic;

___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ *cnert :. ._Fair

ru~A~ .~:-3. ~qLd;'oads: mac.;Res.Cdx. Kac. ' I f~I -COL If YLC)w.. -

hsxactcr orf D.,&. . -S rn wa t FuT- c . 1. 5 s. m. minor: 87i efs -

.sias~ !ga 7poru- t.'i ui. pkiti"p.' .1ta.~jor: 1750 cfeischae * l.Q.nl-%Vt~l sto-irn puME!-%. sluiceways Q ro:m Z770 efaa'oecity: _-~r -A r 'i- r.~c3d) M'-n: 1. i J-CIe nerl W-cerf'ito or D..i r-ar. 1)Iccrw~ge ('1ontrol: iC r'iiil cvrs'ruczrin !6N4

Mittre.rg A. 0 n 3r) rn;n, n. ~llrg-g:' e, ;-eiiw6.f. of p- rin- nip, r,,p hit-iC repot--ily rc- irtlin thep ri'servoir in one e- : if flowm i,- nffit t he "Jor.-g

ketch (il to Sca3JC):* . 5Aboir VletrLel

Grid %av for '4tinklar

Fled uJp R~a~ Of Arnnuo

* . . 604e, Plot AnyQi~RePtr.

£1~.04 /Ai

RerM~sonrs zonc. toi pped

RmrsadRco-erdn'iom3: q1--owl-i be te~-n'. 4_____________ ___________ SV

p -t -. k t * i r bs ,p v.- r t r ic, 0'a.n c: . I d

__..gt-~~~ h O:-' fm

Abie. P-eynumr-nd 'r. ~ .t~lir s-t-to lvw' nonT :.Ve72~rci~t

-oDn...dm. Flnoo'in' of I fro' r rel1Iar ci-tr'' l'15 iOonc!. Thie 'A rhttritci ?2

41 A'~ Sir'.i- rq--e!ltin7._ _ _ __ _ _ _ __ _ _

7 Nri__ Pond ________ T..e.

**cloth faiiitinn. VWa t rr is not youllut%:d but is tre,4tedc. Also ttsud for fire protcct~or.

B-5 MILL IT~ ?~

0 0 6 0 6 S 0 0 0 0 0 0 0

0@

0@APPENDIX C

PHOTOGRAPHSK-

0@

* S

S

p.

U S S

L ~-. S

* S* . V.

.. .~*

.... .~.

LMILL RIVER DAM

L

-- * -.- u- -~-e -. q * * * * * *.........~..................................~...*-......................... ~..........................................

* * . .-.. .................................. **......

* ,.

mu i~toflrMFU AI ',flvrrlNmrNl NSt

NO. 1 VIEW OF UPSTREAM FACE OF DAM

-li

No. 2 VIEW OF OPERATING MECHANISS FOR SLIDE GATES

..1 I

NO. 3 VIEW OF DOWNSTREAM FACE OF DAM %.

I

NO. 4 DETAIL OF DOWNSTREAM FACE OF DAMI

I

.' I . ,, ! ' ,"i|

I

;- ; - ; . . -- ' -. ' -, ' ' € .4 ' -- '-- -. ' ' -. : ' ., .' -. ' -4 ' -. - ,"I " , ' - -2 -" ."-. , . - .2 -"- . . -I 4 ! " I I I { I i I I ! I i " I I i " .I i ! i I .i I " I I ." t I " 1 i I - I i

RrpRonucrD Al CJOVERNMENI FXPENSE

K NO. 5 VIEW OF CHANNEL DOWNSTREAM OF DAM

'Pe 4.

NO. 6 VIEW OFDA AND DOWNSTREAM CHANNELFROM WHITTENTON STREET

[4ILL RIVER DAM

C-3

APPENDIX D -

HYDROLOGIC AND HYDRAULICCOMPUTATIONS

Page

Figure D-1, Drainage Area Map for Mill River(Whittendon) Dam D- 1

Hydrologic and Hydraulic Computations D-2

MILL RIVER DAM

%!:eIe

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'I4 -A

I 4

is 10

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Project (Vi1 Re ie of -ed Cf' Acct No. Page f 3

Subject 13 It Compld. By IR Dat

M eal~ILL fIVC-R D m Ck'd By Date A5-7

~f Flood~jl - LAKE SA88ATIA

~ Pc1d,(s) AreA.:*I5,,a t,4( Ave& (1

-re dAre a Pad(sjX'~9) 0

3- /grodS.u 0.7/

-_ _ _ _ _ _ _ L r00 3 7A A -. o

UO.JLves +W eL( w- 4 ai 2 . Jo we wI( bla(o.1. R&f4

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h. OJ j4 e loc Etr

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r 40 r.

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Fir 57 5-0 54ZS

D-2

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Project A141ffU NtIO1. rC1 02.-WNo. Pag of q622iSubject ffris(01 Coufr4L 1 MOdSS- Comptd. By 1t( Date S(177

Detil M(L.L RI/CR QAAI Ck-d.By %fDate /s7

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Project N&. Re; ew o J Mo Rod. D~m Acct.Noo & M - Pago ofSubject 3rq p au~~ M t Comptd. By L .. Date . . ...-

Detil MILL RIlVLR DA Ckd. B ~ J Date

Detail A0

Disca~r~ ~ -Ceim _%

opewwc3 kA beea., £/MEV 04S.D@rC(p0p,.-,.v. 74'f1~ 19rWd

&0 1. 7 12. Iir I --

4-2-V34o -6000 SMY 44q* ss8ro ~

£I.M~a 53.. r4.6 5'e e. ~ G. -

Pepp A 7, O-t, ,1 1

£4.413~~ 4-d .

iee0. a iOz .f 7 .

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re.r 0~r S&.,'pUJA -

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7oQ TO W 410 Oro faso -AMd QS 4:5'. ##So A-1 &0 46ro S0'

T6t 43%o 473o 57 9o r" o &+So ~

D-5

............................ * . .. .. .. . ....

'46

Proect AJ? 4 ~!E~a 006" ~ Feet. &,I Ait. 140 ~. 6071......... Page r OfSubject Ba14 l I'var Coniptd. By L r Date ~(iDetail MIeLL RIV/ER DWA Ck'd.B AW Date /

F- &I //kt FIOW fem~

C c re4rl~&.to 13.~ Oe,5S

V~~I elte*ccrh J

&4eis ried /. f- El d

Ql VO IO '3G~o 586 or03Uf /AD o h 246

300~3 /? /ifo 3O 370

Ai l 14P 1~ 16-b /(0 170 /70

- - - - so ~

40 776 124o /IS-O Z5,1'0 34ZO .T1

Z..% %

ProjectC I. _~j Amct. No. Page -t

Subject leV101 CQ M41 AA'a~f Comptd. By Date ______

Detail -LPI R D4A Ckd. By Date ~ h7

Ot~-t xeo-i~ - ,10", v. 410,-5d q

QL Fv;t Disc,'. ~'Co- 97

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SbetRiidCa4l MidL Comptd. By Olt' 7/?Detail MI. -D M Ck'd. By Date

i Ro iev ;Ha rJ CI..

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Awcvre.weJb44( J46h4*r, tre AVE&eet -.k f61

a&ce~.4 v.1~ dCg.x et4 pp

,,,,-ev efhe's dA1^1 'vp*$, bat"~ f. ae~~qp

Oo.f s4 ov.je roesel(tobt #ad4.(Fro Vi

V dVare- *Assow re 7s4 Flood PU41/clo. -

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Detil MIL li ER' DAA Ckd yate 4&JDate

3 ( sV4J OcLavrZc 57+ a Sfjsv& Itre Fcit.7, vt Ams( C/eu.

40v Ali tl 91.r e o

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Pvolec, AIA Ponsiew~ o f hi Fr. 0 4A Amct. NO0. -~' 19'' Page of .SubjeCt ~ r SiC At bOM~1 Comptd. By DL....owt ~.1L1..

Dea4MWLL RlvER DAM Ckd By Date

AaA FL/,75 vAo~L& -

Le ,Ik eubjed,4 4f3reAdz _

V ~~P /,4 D W0 0 1(J ,6866~() (13)"I 80 r

lI~L.f-SNt) z3 .47 a

- $: To4Lfor1 lc(-

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3g 4bm ~v- -ti. vu v2I 4A,1 f

fvov A t f A 4 SA *Ce0 1.i fcdove~

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Pot r.ai ml e t tvr ie r

D-1

- - -

a3S~,~I ,: O.RU~ous 7-

%

APPENDIX E

INFORMATION AS CONTAINED IN THENATIONAL INVENTORY OF DAMS

* 0

tw

MILL RVER DA

7

. t.,

~FILMED

[%'7

* ., .

.. .. ...... ~-%N'.. *s.. ..-. '*...